CN111074933A - Construction method of plate rib type cast-in-place anchor rod high retaining wall - Google Patents
Construction method of plate rib type cast-in-place anchor rod high retaining wall Download PDFInfo
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- CN111074933A CN111074933A CN201911357902.XA CN201911357902A CN111074933A CN 111074933 A CN111074933 A CN 111074933A CN 201911357902 A CN201911357902 A CN 201911357902A CN 111074933 A CN111074933 A CN 111074933A
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- hanging basket
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
- E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/04—Pipes or fittings specially adapted to sewers
- E03F3/046—Open sewage channels
Abstract
The invention relates to a construction method of a plate rib type cast-in-place anchor rod high retaining wall, which comprises the following steps: 1) construction preparation; 2) treating the slope of the side slope soil body; 3) erecting a construction operation platform; 4) paving an interface reinforcing plate; 5) the wall surface inner mold and the wall back outer mold are supported; 6) concrete pouring of the rib plates of the retaining walls; 7) and (5) constructing a wall back filling body. The invention has the beneficial effects that: the invention provides support for the hanging transverse plate through the bracket upright stanchion and the top bracing hanging beam respectively, thereby reducing the difficulty of cantilever support of the hanging transverse plate; meanwhile, the position of the support upright stanchion is limited by the assembly type bottom plate and the support boot cap, so that the difficulty in laying the support upright stanchion is reduced, and the quality of laying the support upright stanchion is improved; the invention is provided with the first hanging basket and the second hanging basket, the heights of the first hanging basket and the second hanging basket can be limited through the position control inhaul cable, the transverse positions of the first hanging basket and the second hanging basket are limited through the slide rail connecting groove, and the arrangement difficulty of the first hanging basket and the second hanging basket is reduced.
Description
Technical Field
The invention relates to a construction method of a plate-rib cast-in-place anchor high retaining wall, belongs to the field of foundation and foundation engineering, and is suitable for retaining wall construction engineering.
Background
In recent years, the anchor rod technology is widely applied to projects such as slope support, surrounding rock anchoring, landslide treatment, cavern reinforcement, high-rise building foundation anchoring and the like, and has the characteristics of practicability, safety and economy. Compared with a gravity type retaining wall, the plate-rib type anchor rod retaining wall has the advantages of light structure weight, capability of playing a role in resisting the uplift of a side slope soil body and the like, and is generally applied to side slope support engineering. When the plate-rib type anchor rod retaining wall is constructed, the construction of a construction platform, the erection of a template and the overall control of a supporting structure are often the key points and difficulties of engineering control.
There has been an assembled concrete core cement soil barricade combination system of strutting in prior art, its characterized in that: major diameter cement soil stir stake and precast concrete stake interval setting soon, precast concrete stake cartridge stir between the stake in adjacent major diameter cement soil soon, the pile cap has been placed at precast concrete pile top, the steel reinforcement cage has been placed at the top of pile cap, prefabricated coincide back timber has been placed to the side of steel reinforcement cage, the steel reinforcement cage is pour with the upper portion of prefabricated coincide back timber and is set up cast-in-place roof board. The construction method improves the water and soil pressure and bending moment bearing capacity, increases the overall stability and improves the rigidity of the supporting structure, but the construction process is complex, the measurement precision requirement is high, and the grouting requirement is high.
In view of this, in order to improve the construction quality and efficiency of the slab rib type anchor retaining wall, the invention of the construction method of the slab rib type cast-in-place anchor high retaining wall, which can reduce the supporting difficulty of the construction platform, improve the stress performance of the supporting structure and improve the construction efficiency and quality, is urgently needed.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide the construction method of the plate-rib cast-in-place anchor high retaining wall, which can not only reduce the supporting difficulty of a construction platform, but also improve the stress performance of a supporting structure and improve the construction efficiency and quality.
The construction method of the plate-rib cast-in-place anchor rod high retaining wall comprises the following construction steps:
1) construction preparation: determining the space positions of a retaining wall foundation and a retaining wall rib plate through on-site surveying, and surveying the burial depth and the trend of a rock mass fracture zone; preparing materials and devices required by construction;
2) treating the slope of the side slope soil body: carrying out slope treatment on the side slope soil body facing to the side of the retaining wall rib plate, and removing cultivated soil, soft soil and gravel soil on the surface layer of the slope; excavating a water intercepting ditch at the upper part of a side slope soil body; a slope cover plate is arranged on the slope surface of the rock mass zone of the slope soil body, and a drain pipe inserted into the rock mass zone is arranged on the lower surface of the slope cover plate;
3) erecting a construction operation platform: sequentially laying a leveling cushion layer and an assembled bottom plate on the side slope soil body at the toe position, connecting the connected assembled bottom plates through a board tenon connecting groove and a board side connecting tenon, and applying fastening pressure to the assembled bottom plates by using bottom plate fastening ribs; inserting the bottom ends of the support upright rods into the support boot caps, arranging support tie bars between adjacent support upright rods, and connecting the support tie bars on the bottom layer with the support boot caps; a top bracing pressing plate is arranged at the top of the side slope soil body, and a top bracing hanging beam is arranged on the top bracing pressing plate; one end of the hanging transverse plate is connected with the vertical rod of the bracket, and the other end of the hanging transverse plate is connected with the top bracing hanging beam through the hanging beam adjusting bolt; two rolling and pulling machines are arranged on the hanging transverse plate, and the rolling and pulling machines are respectively used for controlling the elevation of the first hanging basket and the elevation of the second hanging basket through position control inhaul cables;
4) laying an interface reinforcing plate: digging retaining wall anchor bars in the side slope soil body; firstly laying an interface connecting layer along the slope surface of the side slope soil body, then arranging an interface reinforcing plate on the free surface of the interface connecting layer, connecting the connected interface reinforcing plates through a connecting step, filling slurry in a slurry embedding groove of the interface connecting layer by surface knocking vibration, arranging a wall back supporting transverse rib on the interface reinforcing plate, and firmly connecting the wall back supporting transverse rib with the interface reinforcing plate and the side slope soil body through a connecting rivet;
5) the wall surface inner mold and the wall back outer mold are supported: after the construction of the retaining wall foundation is finished, hanging a retaining wall steel reinforcement cage to the upper part of the retaining wall foundation, hanging a wall surface inner mold and a wall back outer mold to the inner side and the outer side of the retaining wall steel reinforcement cage in sequence, arranging an inner mold positioning rib between the wall surface inner mold and a support vertical rod, connecting the wall back outer mold and a wall back supporting transverse rib, and arranging an inner mold transverse supporting plate between the wall back outer mold and the wall back supporting transverse rib;
6) concrete pouring of the baffle wall rib plate: rechecking the installation quality of the wall back external mold and the wall surface internal mold; pouring concrete into a cavity formed by enclosing the external wall back external mold, the internal wall surface mold and the retaining wall foundation by using an external concrete pouring device to form a retaining wall rib plate; after the rib plates of the retaining wall form strength, removing the wall surface internal mold;
7) and (3) construction of a wall back filling body: pouring lightweight concrete between the wall back outer mold and the interface reinforcing plate by using lightweight concrete pouring equipment to form a wall back filling body; pouring concrete on the top of the wall back filling body to form a closed cover plate; and a wall bottom drainage ditch is arranged on the upper surface of the side slope soil body on the wall surface side of the rib plate of the retaining wall.
Preferably, the method comprises the following steps: step 2) the slope cover plate is made of reinforced concrete precast slabs or steel plates or PVC plates, a cover plate sealing layer is arranged at the joint of the slope cover plate and the slope of the side slope, and the slope cover plate and the soil body of the side slope are firmly connected through cover plate anchor bars; the water drainage pipe is made of PVC pipes or steel pipes, one end of the water drainage pipe is inserted into the rock mass crushing zone, and the other end of the water drainage pipe is paved along the slope surface of the side slope and communicated with external drainage equipment after reaching the slope toe.
Preferably, the method comprises the following steps: step 3) the assembled bottom plates are prefabricated by reinforced concrete materials, bracket boot caps are arranged on the upper surfaces of the assembled bottom plates, fastening rib penetrating holes are transversely arranged along the assembled bottom plates, and trapezoidal plate tenon connecting grooves and plate side connecting tenons are respectively arranged on the joint surfaces between the assembled bottom plates; the top support pressing plate is connected with the slope soil body through a top support anchor bar, and a hanging beam inclined support is arranged between the top support pressing plate and the top support hanging beam; the top support hanging beam is transversely parallel to the horizontal plane, and the lower surface of the top support hanging beam is provided with a hanging beam adjusting bolt connected with the hanging transverse plate; the hanging beam adjusting bolt comprises a bolt and a screw, and the fastening directions of the screws on the two sides of the bolt are opposite; the lower surface of the hanging transverse plate is provided with a first slide rail and a second slide rail, and a cross beam inclined strut is arranged between the hanging transverse plate and the slope surface of the side slope soil body; the first sliding rail and the second sliding rail are both formed by rolling steel plates, and a sliding rail connecting groove with an isosceles trapezoid cross section is arranged at the joint of the first sliding rail and the second sliding rail and the hanging basket cross beam; the first hanging basket and the second hanging basket respectively comprise a hanging basket cross beam, a hanging basket bottom plate and a hanging basket guardrail, and the hanging basket bottom plate is connected with the position control inhaul cable; a hanging basket connecting tenon connected with the slide rail connecting groove is arranged on one side wall of the hanging basket cross beam, and the other side wall of the hanging basket cross beam is vertically welded and connected with a hanging basket bottom plate; the hanging basket guardrail is arranged along the annular direction of the hanging basket bottom plate and is connected with the hanging basket bottom plate in a welding mode or in a bolt mode.
Preferably, the method comprises the following steps: and 4) adopting a concrete precast slab as the interface reinforcing plate, arranging a connecting step at the joint of the interface reinforcing plate, arranging a slurry embedded groove on the joint surface of the interface reinforcing plate and the interface connecting layer, and arranging an anti-sliding groove on the joint surface of the interface reinforcing plate and the wall back filler.
Preferably, the method comprises the following steps: step 5) the wall surface internal mold adopts a steel mold or an alloy template, and a limiting groove plate is arranged at the joint of the wall surface internal mold and the internal mold positioning rib; the wall back outer mold is prefabricated by adopting reinforced concrete materials, a steel reinforcement cage positioning rib is arranged on the side wall of the wall back outer mold facing the retaining wall steel reinforcement cage, and a wall back drainage body is arranged on the other side wall of the wall back outer mold; the steel reinforcement cage positioning ribs are bound and connected with the retaining wall steel reinforcement cage; the wall back drainage body is made of pervious concrete or drainage pipes and is communicated with a wall body drainage pipe; one end of the wall body drain pipe is arranged in the wall back drain body, the other end of the wall body drain pipe penetrates through the wall surface internal mold, and the wall body drain pipe is a steel pipe or a PVC pipe.
Preferably, the method comprises the following steps: and 7) adopting reinforced concrete or plain concrete materials for the closed cover plate, and arranging a wall top drainage ditch on the wall back side close to the rib plate of the retaining wall.
The invention has the beneficial effects that:
(1) the slope cover plate and the drain pipe are arranged at the rock mass fracture zone, so that the side support can be provided for the rock mass fracture zone, and the influence of underground water in the rock mass fracture zone on construction can be reduced.
(2) The invention provides support for the hanging transverse plate through the bracket upright stanchion and the top bracing hanging beam respectively, thereby reducing the difficulty of cantilever support of the hanging transverse plate; meanwhile, the position of the support upright stanchion is limited by the assembly type bottom plate and the support boot cap, so that the difficulty in laying the support upright stanchion is reduced, and the quality of laying the support upright stanchion is improved; the invention is provided with the first hanging basket and the second hanging basket, the heights of the first hanging basket and the second hanging basket can be limited through the position control inhaul cable, the transverse positions of the first hanging basket and the second hanging basket are limited through the slide rail connecting groove, and the arrangement difficulty of the first hanging basket and the second hanging basket is reduced.
(3) The interface connecting layer and the interface reinforcing plate are laid along the free face of the side slope soil body, so that the connection strength of the side slope soil body and the wall back filling body can be improved by means of the interface reinforcing plate, and the effect of weighting the slope surface of the side slope soil body can be achieved.
(4) The positions of the wall surface inner mold and the wall back outer mold are limited by the inner mold positioning ribs and the wall back supporting transverse ribs respectively, so that the difficulty in supporting the templates is reduced; meanwhile, the wall back outer mold is prefabricated by reinforced concrete materials, and the two side surfaces are respectively provided with the steel reinforcement cage positioning ribs and the wall back drainage body, so that the requirements of retaining wall steel reinforcement cage positioning and wall back drainage body arrangement can be synchronously met, and the on-site construction quality and reliability are improved.
(5) The wall back filling body adopts a light concrete material, so that the soil pressure borne by the rib plate of the retaining wall can be effectively reduced; the closed cover plate at the top of the wall back filling body can synchronously play the roles of the weight of the wall back filling body and the slope water body partition.
Drawings
FIG. 1 is a flow chart of the construction process of the slab rib type cast-in-place anchor rod high retaining wall of the invention;
FIG. 2 is a schematic view of a slope treatment structure of a slope body;
FIG. 3 is a schematic view of a construction work platform set-up structure;
FIG. 4 is a schematic view of the assembled floor structure of FIG. 3;
FIG. 5 is a schematic view of the first hanging basket (second hanging basket) mounting structure of FIG. 3;
FIG. 6 is a schematic diagram of the supporting structure of the inner mold and the outer mold of the wall back;
FIG. 7 is a schematic structural view of the back wall filler and the closing cover plate after construction is completed;
fig. 8 is a schematic cross-sectional view of the interface enhancing plate of fig. 6 and 7.
Description of reference numerals: 1-retaining wall foundation; 2-retaining wall rib plates; 3-a rock mass fracture zone; 4-slope soil body; 5-intercepting the ditch; 6-slope cover plate; 7-a drain pipe; 8-leveling the cushion layer; 9-a fabricated base plate; 10-a board tenon connecting groove; 11-board side connecting tenon; 12-bottom plate fastening ribs; 13-erecting a support; 14-bracket boot cap; 15-a bracket tie bar; 16-a top bracing platen; 17-top bracing hanging beam; 18-hanging transverse plates; 19-hanging beam adjusting bolt; 20-a rolling and pulling machine; 21-position control inhaul cable; 22-a first hanging basket; 23-a second hanging basket; 24-retaining wall anchor bars; 25-an interface enhancing plate; 26-wall back support transverse bar; 27-a connection anchor; 28-retaining wall reinforcement cage; 29-wall internal mold; 30-wall back external mold; 31-inner mold positioning ribs; 32-wall back filling body; 33-a closure flap; 34-a wall bottom drainage ditch; 35-cover plate sealing layer; 36-cover plate anchor bars; 37-the fastening rib is perforated; 38-top bracing anchor bars; 39-hanging beam diagonal bracing; 40-a first slide rail; 41-inner mold cross bracing plate; 42-a second slide rail; 43-beam diagonal bracing; 44-a slide rail connecting groove; 45-hanging basket cross beam; 46-hanging basket bottom plate; 47-hanging basket guard bar; 48, connecting a hanging basket with a falcon; 49-limiting groove plates; 50-reinforcing cage positioning ribs; 51-a wall back drainage body; 52-roof drainage ditch; 53-an interfacial connecting layer; 54-connecting step; 55-slurry embedded tank; 56-anti-skid grooves.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
Referring to fig. 1, the construction method of the plate-rib cast-in-place anchor high retaining wall includes the following construction steps:
1) construction preparation: determining the spatial positions of a retaining wall foundation 1 and a retaining wall rib plate 2 through field surveying and determining the burial depth and the trend of a rock mass fracture zone 3; preparing materials and devices required by construction;
2) treating the slope of the side slope soil body: slope treatment is carried out on the side of the slope soil body 4 facing the rib plate 2 of the retaining wall, and plowed soil, soft soil and gravelly soil on the surface layer of the slope are removed; excavating a intercepting ditch 5 at the upper part of the side slope soil body 4; a slope cover plate 6 is arranged on the slope surface of the rock mass zone 3 of the slope soil body 4, and a drain pipe 7 inserted into the rock mass zone 3 is arranged on the lower surface of the slope cover plate 6;
3) erecting a construction operation platform: sequentially laying a leveling cushion layer 8 and an assembled bottom plate 9 on a slope soil body 4 at a toe position, connecting the connected assembled bottom plate 9 with a plate side connecting tenon 11 through a tenon connecting groove 10, and applying fastening pressure to the assembled bottom plate 9 by adopting a bottom plate fastening rib 12; inserting the bottom ends of the support upright stanchions 13 into the support boot caps 14, arranging support tie bars 15 between adjacent support upright stanchions 13, and connecting the support tie bars 15 at the bottom layer with the support boot caps 14; a top bracing pressing plate 16 is arranged at the top of the side slope soil body 4, and a top bracing hanging beam 17 is arranged on the top bracing pressing plate 16; one end of a hanging transverse plate 18 is connected with the bracket upright stanchion 13, and the other end is connected with a top bracing hanging beam 17 through a hanging beam adjusting bolt 19; two rolling and pulling machines 20 are arranged on the hanging transverse plate 18, and the rolling and pulling machines 20 respectively control the elevation of a first hanging basket 22 and a second hanging basket 23 through position control inhaul cables 21;
4) laying an interface reinforcing plate: a retaining wall anchor bar 24 is arranged in the side slope soil body 4; firstly paving an interface connecting layer 53 along the slope surface of the slope soil body 4, then arranging an interface reinforcing plate 25 on the free surface of the interface connecting layer 53, connecting the connected interface reinforcing plates 25 through a connecting step 54, filling the slurry embedding groove 55 with the slurry of the interface connecting layer 53 through surface knocking, arranging a wall back supporting transverse rib 26 on the interface reinforcing plate 25, and firmly connecting the wall back supporting transverse rib 26 with the interface reinforcing plate 25 and the slope soil body 4 through a connecting anchor 27;
5) the wall surface inner mold and the wall back outer mold are supported: after the construction of the retaining wall foundation 1 is completed, the retaining wall reinforcement cage 28 is hung on the upper part of the retaining wall foundation 1, the wall surface internal mold 29 and the wall back external mold 30 are hung on the inner side and the outer side of the retaining wall reinforcement cage 28 in sequence, the internal mold positioning rib 31 is arranged between the wall surface internal mold 29 and the support upright stanchion 13, the wall back external mold 30 is connected with the wall back supporting transverse rib 26, and the internal mold transverse supporting plate 41 is arranged between the wall back external mold 30 and the wall back supporting transverse rib 26;
6) concrete pouring of the baffle wall rib plate: rechecking the installation quality of the wall back external mold 30 and the wall surface internal mold 29; an external concrete pouring device is adopted to pour concrete into a cavity formed by enclosing the wall back external mold 30, the wall surface internal mold 29 and the retaining wall foundation 1 to form a retaining wall rib plate 2; after the retaining wall rib plates 2 form strength, the wall surface internal mold 29 is removed;
7) and (3) construction of a wall back filling body: pouring lightweight concrete between the wall back outer mold 30 and the interface reinforcing plate 25 by using lightweight concrete pouring equipment to form a wall back filling body 32; pouring concrete on the top of the wall back filling body 32 to form a closed cover plate 33; and a wall bottom drainage ditch 34 is arranged on the upper surface of the side slope soil body 4 on the wall surface side of the retaining wall rib plate 2.
Referring to fig. 2 to 8, the plate rib type cast-in-place anchor high retaining wall is provided with a slope cover plate 6 and a drain pipe 7 at the rock mass zone 3; the support is provided for a hanging transverse plate 18 through a support upright stanchion 13 and a top support hanging beam 17 respectively, and the position of the support upright stanchion 13 is limited by adopting an assembled bottom plate 9 and a support boot cap 14; the first hanging basket 22 and the second hanging basket 23 are arranged, the heights of the first hanging basket 22 and the second hanging basket 23 can be limited through the position control inhaul cable 21, and the transverse positions of the first hanging basket 22 and the second hanging basket 23 are limited through the slide rail connecting groove 44; the positions of the wall surface inner mold 29 and the wall back outer mold 30 are limited by the inner mold positioning rib 31 and the wall back supporting transverse rib 26 respectively; the wall back outer mold 30 is prefabricated by reinforced concrete materials, and two side surfaces are respectively provided with a steel reinforcement cage positioning rib 50 and a wall back drainage body 51; the wall back filling body 32 is made of light concrete material, and a closed cover plate 33 is arranged on the top of the wall back filling body.
The retaining wall foundation 1 and the retaining wall rib plates 2 are both formed by pouring concrete with the strength grade of C35, wherein the height of the retaining wall foundation 1 is 0.4m, the width of the retaining wall foundation is 1m, and the thickness of the retaining wall rib plates 2 is 0.4 m.
The rock mass fracture zone 3 contains fault mud and fractured siltstone blocks, and the thickness is 0.3 m.
The side slope soil body 4 is argillaceous siltstone.
The depth of the intercepting ditch 5 is 20cm, the bottom width is 20cm, and the cross section is in an isosceles trapezoid shape.
The slope cover plate 6 is made of reinforced concrete precast slabs, a cover plate sealing layer 35 is arranged at the joint of the slope cover plate and the side slope, and the slope cover plate 6 is firmly connected with the side slope soil body 4 through cover plate anchor bars 36. The cover plate sealing layer 35 is made of a rubber plate with the thickness of 2mm, the cover plate anchor bars 36 are made of threaded steel bars with the diameter of 32mm, and the holes are inserted into the slope soil body 4 to be bonded through grouting.
The drain pipe 7 is made of a PVC pipe with the diameter of 60mm, one end of the PVC pipe is inserted into the rock mass crushing zone 3, and the other end of the PVC pipe is paved along the slope surface of the side slope and communicated with external drainage equipment after reaching the toe.
The leveling cushion layer 8 is made of medium coarse sand material with dense grading.
The assembly type bottom plate 9 is prefabricated by concrete materials with the strength grade of C35, the thickness of the assembly type bottom plate is 0.5m, a bracket boot cap 14 is arranged on the upper surface of the assembly type bottom plate, fastening rib penetrating holes 37 are transversely arranged along the assembly type bottom plate 9, and trapezoidal board tenon connecting grooves 10 and board side connecting tenons 11 are respectively arranged on two sides of the assembly type bottom plate 9. The board tenon connecting groove 10 and the board side connecting tenon 11 are both isosceles trapezoids, the height is 5cm, and the top width is 30 cm; the bracket boot cap 14 is formed by rolling a steel plate with the thickness of 2mm, and the section of the fastening rib penetrating hole 37 is circular, and the diameter of the fastening rib penetrating hole is 60 mm.
The bottom plate fastening rib 12 adopts a screw rod with the diameter of 30mm, and after the screw rod penetrates through the fastening rib penetrating hole 37, two ends of the screw rod are fastened through nuts.
The bracket upright stanchion 13 is made of a steel pipe with the strength grade of Q345D and the specification of phi 300 multiplied by 10.
The bracket tie rod 15 is made of a steel pipe with the strength grade of Q345D and the specification of phi 100 multiplied by 10.
The top support pressing plate 16 is formed by rolling a steel plate with the thickness of 10mm, is connected with the side slope soil body 4 through a top support anchor rib 38, and is provided with a hanging beam inclined support 39 between the top support hanging beam 17. The top support hanging beam 17, the hanging beam inclined strut 39 and the beam inclined strut 43 are rolled by H-shaped steel materials with the specification of 300 multiplied by 10 multiplied by 15.
The hanging transverse plate 18 is rolled by a steel plate with the thickness of 20mm, the width of the hanging transverse plate is 1m, the lower surface of the hanging transverse plate is provided with a first slide rail 40 and a second slide rail 42, and a cross beam inclined strut 43 is arranged between the hanging transverse plate and the slope surface of the side slope soil body 4. The first slide rail 40 and the second slide rail 42 are both formed by rolling steel plates with the thickness of 10mm, and slide rail connecting grooves 44 connected with hanging basket connecting tenons 48 are arranged on the first slide rail 40 and the second slide rail 42. The cross section of the hanging basket connecting falcon 48 is in an isosceles trapezoid shape, the height is 6cm, the top width is 5cm, and the bottom width is 10 cm; the cross section of the slide rail connecting groove 44 is in an isosceles trapezoid shape, the height is 7cm, the top width is 7cm, and the bottom width is 12 cm;
the hanging beam adjusting bolt 19 is formed by combining a screw rod with the diameter of 60mm and a bolt, the screw rods on the two sides of the bolt are respectively connected with the hanging transverse plate 18 and the top support hanging beam 17 in a welding mode, and the fastening directions of the screw rods on the two sides of the bolt are opposite.
The winding and pulling machine 20 employs a 3-ton electric hoist.
The position control inhaul cable 21 is a steel wire rope with the diameter of 30 mm.
The first hanging basket 22 and the second hanging basket 23 both comprise a hanging basket cross beam 45, a hanging basket bottom plate 46 and a hanging basket guardrail 47, and the hanging basket bottom plate 46 is connected with the position control inhaul cable 21. The hanging basket cross beam 45 adopts H-shaped steel with the specification of 150 multiplied by 7 multiplied by 10; the hanging basket bottom plate 46 is formed by rolling a steel plate with the thickness of 2 mm; the hanging basket guardrail 47 is formed by welding steel pipe materials with the diameter of 50mm, is arranged along the annular direction of the hanging basket bottom plate 46 and is connected with the hanging basket bottom plate 46 in a welding mode.
The retaining wall anchor bars 24 are threaded steel bars with the diameter of 32 mm.
The interface reinforcing plate 25 adopts a reinforced concrete precast slab, and the thickness of the interface reinforcing plate is 100 mm; a connection step 54 is arranged at the joint of the interface reinforcing plate 25, a grout embedded groove 55 is arranged on the joint surface of the interface reinforcing plate 25 and the interface connection layer 53, and an anti-sliding groove 56 is arranged on the joint surface of the interface reinforcing plate 25 and the wall back filling body 32. The height of the connecting step 54 is 50mm, and the width is 5 cm; the interface connecting layer 53 adopts cement mortar with the strength grade of M20, and the thickness is 4 cm; the cross section of the grout embedded groove 55 is in an isosceles trapezoid shape, the depth of the grout embedded groove is 2cm, and the bottom width of the grout embedded groove is 10 cm; the cross section of the anti-skid groove 56 is rectangular, the depth is 2cm, and the length is 6 cm.
The wall back support transverse rib 26 is formed by rolling a steel plate with the thickness of 2mm, and the width of the steel plate is 20 cm. An inner mold cross bracing plate 41 is arranged at the joint of the wall back support cross rib 26 and the wall back outer mold 30. The inner mold cross support plate 41 is formed by rolling a steel plate with the thickness of 2mm and is connected with the wall back support transverse rib 26 in a welding mode.
The connecting anchor 27 is formed by rolling a twisted steel with the diameter of 32mm, and the guiding hole is inserted into the slope soil body 4 for grouting and bonding.
The stressed steel bars of the retaining wall steel bar cage 28 adopt thread steel bars with the diameter of 25 mm.
The wall inner mold 29 is made of a steel mold with the thickness of 4mm, and a limiting groove plate 49 is arranged at the joint of the wall inner mold and the inner mold positioning rib 31. The internal mold positioning rib 31 is formed by combining a screw rod with the diameter of 30mm and a bolt; the limiting groove plate 49 is formed by rolling a steel plate with the thickness of 2 mm.
The wall back outer mold 30 is prefabricated by reinforced concrete materials, the thickness of the wall back outer mold is 6cm, reinforcing cage positioning ribs 50 are arranged on the side wall, facing the retaining wall reinforcing cage 28, of the wall back outer mold 30, and a wall back drainage body 51 is arranged on the other side. The steel reinforcement cage positioning rib 50 adopts a threaded steel bar with the diameter of 22 mm. The wall back drainage body 51 is made of pervious concrete and is communicated with a wall body drainage pipe.
The wall back filling body 32 with the gravity of 1.1g/cm3The lightweight concrete of (1).
The closed cover plate 33 is made of reinforced concrete, the thickness of the closed cover plate is 10cm, and the strength grade of the concrete is C35. A wall top drainage ditch 52 is arranged on the wall back side close to the retaining wall rib plate 2, and the depth of the wall top drainage ditch 52 is 5 cm.
The cross sections of the wall bottom drainage ditch 34 and the wall top drainage ditch 52 are trapezoidal, the depth of the drainage ditch is 20cm, and the bottom width of the drainage ditch is 20 cm.
The top bracing anchor bars 38 are threaded steel bars with the diameter of 32mm, and the holes are inserted into the side slope soil body 4 for grouting and bonding.
Claims (6)
1. The construction method of the plate rib type cast-in-place anchor rod high retaining wall is characterized in that: the method comprises the following construction steps:
1) construction preparation: determining the spatial positions of a retaining wall foundation (1) and a retaining wall rib plate (2) through on-site surveying, and determining the burial depth and the trend of a rock mass fracture zone (3) through surveying; preparing materials and devices required by construction;
2) treating the slope of the side slope soil body: carrying out slope surface treatment on a side slope soil body (4) facing to the side of the retaining wall rib plate (2), and removing cultivated soil, soft soil and gravel soil on the surface layer of the slope surface; excavating a water intercepting ditch (5) at the upper part of the side slope soil body (4); a slope cover plate (6) is arranged on the slope surface of the rock mass zone (3) of the slope soil body (4), and a drain pipe (7) inserted into the rock mass zone (3) is arranged on the lower surface of the slope cover plate (6);
3) erecting a construction operation platform: sequentially laying a leveling cushion layer (8) and an assembled bottom plate (9) on a side slope soil body (4) at the toe position, connecting the connected assembled bottom plates (9) with a plate side connecting tenon (11) through a plate tenon connecting groove (10), and applying fastening pressure to the assembled bottom plates (9) by adopting bottom plate fastening ribs (12); the bottom ends of the support upright stanchions (13) are inserted into the support boot caps (14), a support tie rod (15) is arranged between the adjacent support upright stanchions (13), and the support tie rod (15) at the bottom layer is connected with the support boot caps (14); a top bracing pressing plate (16) is arranged at the top of the side slope soil body (4), and a top bracing hanging beam (17) is arranged on the top bracing pressing plate (16); one end of a hanging transverse plate (18) is connected with a bracket upright stanchion (13), and the other end is connected with a top support hanging beam (17) through a hanging beam adjusting bolt (19); two rolling and pulling machines (20) are arranged on the hanging transverse plate (18), and the rolling and pulling machines (20) respectively control the elevation of a first hanging basket (22) and a second hanging basket (23) through position control inhaul cables (21);
4) laying an interface reinforcing plate: a retaining wall anchor bar (24) is arranged in the side slope soil body (4) in a drilling mode; an interface connecting layer (53) is laid along the slope surface of the side slope soil body (4), then an interface reinforcing plate (25) is arranged on the free surface of the interface connecting layer (53), the connected interface reinforcing plates (25) are connected through a connecting step (54), slurry of the interface connecting layer (53) is filled in a slurry embedding groove (55) through surface knocking, a wall back supporting transverse rib (26) is arranged on the interface reinforcing plate (25), and the wall back supporting transverse rib (26) is firmly connected with the interface reinforcing plate (25) and the side slope soil body (4) through a connecting anchor (27);
5) the wall surface inner mold and the wall back outer mold are supported: after the construction of the retaining wall foundation (1) is finished, hanging a retaining wall reinforcement cage (28) to the upper part of the retaining wall foundation (1), hanging a wall surface internal mold (29) and a wall back external mold (30) to the inner side and the outer side of the retaining wall reinforcement cage (28) in sequence, arranging an internal mold positioning rib (31) between the wall surface internal mold (29) and a support upright rod (13), connecting the wall back external mold (30) with a wall back supporting transverse rib (26), and arranging an internal mold transverse supporting plate (41) between the wall back external mold (30) and the wall back supporting transverse rib (26);
6) concrete pouring of the baffle wall rib plate: rechecking the installation quality of the wall back external mold (30) and the wall surface internal mold (29); an external concrete pouring device is adopted to pour concrete into a cavity formed by enclosing the wall back external mold (30), the wall surface internal mold (29) and the retaining wall foundation (1) to form a retaining wall rib plate (2); after the retaining wall rib plates (2) form strength, removing the wall surface internal mold (29);
7) and (3) construction of a wall back filling body: pouring lightweight concrete between the wall back outer mold (30) and the interface reinforcing plate (25) by using lightweight concrete pouring equipment to form a wall back filling body (32); pouring concrete on the top of the wall back filling body (32) to form a closed cover plate (33); and a wall bottom drainage ditch (34) is arranged on the upper surface of the side slope soil body (4) on the wall surface side of the retaining wall rib plate (2).
2. The construction method of the plate-rib cast-in-place anchor high retaining wall according to claim 1, wherein: step 2), the slope cover plate (6) is made of reinforced concrete precast slabs or steel plates or PVC plates, a cover plate sealing layer (35) is arranged at the joint of the slope cover plate (6) and the slope of the side slope, and the slope cover plate (6) and the side slope soil body (4) are firmly connected through cover plate anchor bars (36); the drainage pipe (7) is made of PVC pipes or steel pipes, one end of the drainage pipe is inserted into the rock mass crushing zone (3), and the other end of the drainage pipe is paved along the slope surface of the side slope and communicated with external drainage equipment after reaching the slope toe.
3. The construction method of the plate-rib cast-in-place anchor high retaining wall according to claim 1, wherein: step 3), prefabricating the assembled bottom plates (9) by adopting reinforced concrete materials, arranging support boot caps (14) on the upper surfaces of the assembled bottom plates, transversely arranging fastening rib penetrating holes (37) along the assembled bottom plates (9), and respectively arranging trapezoidal board tenon connecting grooves (10) and board side connecting tenons (11) on the joint surfaces between the assembled bottom plates (9); the top bracing pressing plate (16) is connected with the side slope soil body (4) through a top bracing anchor bar (38), and a hanging beam inclined strut (39) is arranged between the top bracing pressing plate (16) and the top bracing hanging beam (17); the top support hanging beam (17) is transversely parallel to the horizontal plane, and the lower surface of the top support hanging beam is provided with a hanging beam adjusting bolt (19) connected with a hanging transverse plate (18); the hanging beam adjusting bolt (19) comprises a bolt and a screw, and the fastening directions of the screws on the two sides of the bolt are opposite; a first slide rail (40) and a second slide rail (42) are arranged on the lower surface of the hanging transverse plate (18), and a cross beam inclined support (43) is arranged between the hanging transverse plate (18) and the slope surface of the side slope soil body (4); the first sliding rail (40) and the second sliding rail (42) are both formed by rolling steel plates, and a sliding rail connecting groove (44) with an isosceles trapezoid cross section is arranged at the joint of the first sliding rail (40) and the second sliding rail (42) and the hanging basket cross beam (45); the first hanging basket (22) and the second hanging basket (23) comprise hanging basket cross beams (45), hanging basket bottom plates (46) and hanging basket guardrails (47), and the hanging basket bottom plates (46) are connected with the position control inhaul cables (21); a hanging basket connecting tenon (48) connected with the slide rail connecting groove (44) is arranged on one side wall of the hanging basket cross beam (45), and the other side wall of the hanging basket cross beam is vertically welded and connected with a hanging basket bottom plate (46); the hanging basket guardrail is arranged along the annular direction of the hanging basket bottom plate (46) and is connected with the hanging basket bottom plate (46) in a welding mode or in a bolt mode.
4. The construction method of the plate-rib cast-in-place anchor high retaining wall according to claim 1, wherein: and 4), adopting a concrete precast slab as the interface reinforcing plate (25), arranging a connecting step (54) at the joint of the interface reinforcing plate (25), arranging a grout embedded groove (55) on the joint surface of the interface reinforcing plate (25) and the interface connecting layer (53), and arranging an anti-sliding groove (56) on the joint surface of the interface reinforcing plate (25) and the wall back filling body (32).
5. The construction method of the plate-rib cast-in-place anchor high retaining wall according to claim 1, wherein: step 5), adopting a steel mould or an alloy template for the wall internal mould (29), and arranging a limiting groove plate (49) at the joint of the wall internal mould (29) and the internal mould positioning rib (31); the wall back outer mold (30) is prefabricated by adopting reinforced concrete materials, a steel reinforcement cage positioning rib (50) is arranged on the side wall of the wall back outer mold (30) facing the retaining wall steel reinforcement cage (28), and a wall back drainage body (51) is arranged on the other side wall of the wall back outer mold (30); the steel reinforcement cage positioning ribs (50) are bound and connected with the retaining wall steel reinforcement cage (28); the wall back drainage body (51) is made of pervious concrete or drainage pipes and is communicated with a wall body drainage pipe; one end of the wall body drain pipe is arranged in the wall back drainage body (51), the other end of the wall body drain pipe penetrates through the wall surface internal mold (29), and the wall body drain pipe is made of a steel pipe or a PVC pipe.
6. The construction method of the plate-rib cast-in-place anchor high retaining wall according to claim 1, wherein: and 7), adopting reinforced concrete or plain concrete materials to form the closed cover plate (33), and arranging a wall top drainage ditch (52) on the wall top drainage ditch close to the wall back side of the retaining wall rib plate (2).
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